Appendices_all.pdf

PDF 6 MB Posted Aug 27, 2026

Attached to: NEW, PMAA, St. Vrain SP - South Campground Paving
Solicitation number: IFB1 PMAA 2027000026 1
Issued by: Denver County, Denver City, Colorado

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Written by GovTribe AI · Aug 28, 2026

This is a geotechnical engineering report prepared by Kumar & Associates, Inc. for the State of Colorado regarding the St. Vrain State Park South Campgrounds improvements located at 3785 Weld County Road 24 in Longmont, Colorado. The report documents a comprehensive subsurface investigation and pavement design study conducted to support the development of approximately 30,000 square yards of asphalt pavement and gravel surfacing for existing roads, campground loops, campground spots, and parking areas intended primarily for Class A RVs weighing approximately 50,000 pounds. The field exploration program consisted of ten exploratory borings to evaluate subsurface conditions, with laboratory testing performed to determine soil classification and engineering characteristics. The study identifies soil layers consisting of nil to 20.5 inches of gravel surfacing underlain by man-placed fill extending to depths of 2.5 to 4 feet, followed by naturally deposited granular soils extending to depths of 5 to 10 feet below the ground surface. Groundwater was encountered in one boring at approximately 6 feet below the surface.

The pavement design recommendations specify minimum thickness requirements for both light duty and heavy duty applications, with full-depth asphalt options of 6.0 inches for light duty and 7.0 inches for heavy duty, or composite asphalt/aggregate base course sections of 4.0/7.0 inches and 4.5/8.0 inches respectively. All pavements must be placed on a minimum of 2 feet of properly moisture-density conditioned on-site soil compacted to 95 percent of standard Proctor maximum dry density. The report recommends the retention of Kumar & Associates, Inc. for plan and specification review and strongly recommends full-time construction observation and testing services to ensure compliance with the recommendations. Laboratory testing determined water-soluble sulfates at 0.00 percent concentration, indicating no requirement for special sulfate-resistant cement. The site requires careful surface drainage design to prevent water infiltration and subgrade saturation, with subgrade proof-rolling required prior to pavement placement to ensure stability under heavy wheel loads.

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IFB Front Ends and Specs.pdf	PDF	Aug 27, 2026
2026 South Campground Paving Drawings.pdf	PDF	Aug 27, 2026

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Kumar & Associates, Inc.®

TABLE OF CONTENTS

SUMMARY

PURPOSE AND SCOPE OF STUDY

PROPOSED DEVELOPMENT

SITE CONDITIONS

SUBSURFACE CONDITIONS

WATER-SOLUBLE SULFATES

GEOTECHNICAL ENGINEERING CONSIDERATIONS

SITE GRADING

PAVEMENT DESIGN

DESIGN AND CONSTRUCTION SUPPORT SERVICES

LIMITATIONS

FIG. 1 – LOCATIONS OF EXPLORATORY BORINGS

FIG. 2 – LOGS OF EXPLORATORY BORINGS

FIG. 3 – LEGEND AND NOTES

FIGS. 4 through 6 – SWELL-CONSOLIDATION TEST RESULTS

FIGS. 7 and 8 – GRADATION TEST RESULTS

FIG. 9 – MOISTURE-DENSITY RELATIONSHIPS

TABLE I – SUMMARY OF LABORATORY TEST RESULTS

APPENDIX A – PAVEMENT DESIGN CALCULATIONS

SUMMARY

1. A total of ten (10) exploratory borings were drilled for this study. The borings generally encountered nil to about 20.5 inches of gravel surfacing underlain by man-placed fill that extended to depths of about 2.5 to 4 feet below the ground surface. The man-placed fill was underlain by naturally deposited (natural) granular soils that extended to the explored depths of about 5 to 10 feet below the ground surface. Borings 3, 5 and 7 encountered man-placed fill underlying the gravel surfacing that extended to the explored depths of about 5 feet below the ground surface. Boring 6 encountered man-placed fill at the ground surface that extended to the explored depth of about 5 feet.

The man-placed fill consisted of poorly graded gravel with silt and sand to poorly graded sand with silt and gravel to clayey sand to sandy lean clay. The natural granular soils consisted of clayey sand to silty sand to poorly graded sand with silt and gravel.

Groundwater was encountered in Boring 10 at a depth of about 6 feet at the time of drilling and the borings were immediately backfilled for safety reasons. Groundwater levels are expected to fluctuate with time and may fluctuate upward after wet weather.

2. The following table presents the minimum pavement thickness recommendations for this development.

Paved Area Full Depth

Asphalt (inches)

Composite Section

Asphalt/ABC (inches)

Light Duty 6.0 4.0 / 7.0

Heavy Duty 7.0 4.5 / 8.0 ABC – Aggregate Base Course

PCCP – Portland Cement Concrete Pavement

All pavements should be placed on a minimum of 2 feet of moisture-density conditioned on-site soil.

PURPOSE AND SCOPE OF STUDY

This report presents the results of a geotechnical engineering study and pavement thickness design for the proposed St Vrain State Park South Campgrounds improvements to be constructed at 3785 Weld County Road 24½ in Longmont, Colorado. The study was conducted for the purpose of developing site paving recommendations.

A field exploration program consisting of exploratory borings was conducted to obtain information on subsurface conditions. Samples of the soils obtained during the field exploration program were tested in the laboratory to determine their classification and engineering characteristics. The results of the field exploration program and laboratory testing were analyzed to develop recommendations for use in site earthwork and in design and construction of the proposed roadways.

This report has been prepared to summarize the data obtained during this study and to present our conclusions and recommendations based on the proposed construction and the subsurface conditions encountered. Design parameters and a discussion of geotechnical engineering considerations related to construction of the proposed development are included in the report.

PROPOSED DEVELOPMENT

Based on the information provided, we understand that asphalt pavement will be constructed for the existing roads, campground loops, campground spots and parking areas. We also understand the roadway construction will include approximately 30,000 square yards of asphalt pavement and gravel surfacing. The campground is primarily used for Class A RVs with weights of approximately 50,000 pounds.

If the proposed development varies significantly from that generally described above or depicted throughout this report, we should be notified to reevaluate the recommendations provided herein.

SITE CONDITIONS

At the time of drilling for this study, the site surfacing consisted of existing gravel-surfaced roadways, RV campgrounds and parking areas. Areas away from the roadways contained sparse to thick vegetation. The roadways were relatively flat with a slight slope down to the north.

The site was bordered to the north and west by ponds, to the east by vacant fields followed by

Interstate 25 and to the south by vacant fields followed by commercial properties.

SUBSURFACE CONDITIONS

Information on the subsurface conditions was obtained by drilling a total of ten (10) exploratory borings at the locations shown on Fig. 1. Graphic logs of the borings are presented on Fig. 2 and a legend and notes describing the soil encountered are presented on Fig. 3.

The borings generally encountered nil to about 20.5 inches of gravel surfacing underlain by man-placed fill that extended to depths of about 2.5 to 4 feet below the ground surface. The man-placed fill was underlain by naturally deposited (natural) granular soils that extended to the explored depths of about 5 to 10 feet below the ground surface. Borings 3, 5 and 7 encountered man-placed fill underlying the gravel surfacing that extended to the explored depths of about 5 feet below the ground surface. Boring 6 encountered man-placed fill at the ground surface that extended to the explored depth of about 5 feet.

The man-placed fill material contained a fine to coarse grained sand fraction and was slightly moist to moist and brown to dark brown. The natural granular soils were fine-to coarse grained, moist to wet below groundwater and tan to brown. Based on sampler penetration resistance, the natural granular soils were loose to very dense.

Groundwater was encountered in Boring 10 at a depth of about 6 feet at the time of drilling. The borings were immediately backfilled for safety reasons. Groundwater levels are expected to fluctuate with time and may fluctuate upward after wet weather.

Laboratory Testing: Laboratory test results are presented adjacent to the boring logs on Fig. 2 and are summarized in Table I. The results of swell-consolidation tests, presented on Figs. 4 through 6, indicate that the man-placed fill generally exhibited low to moderate swell potential

(0.6% to 4.2%) when wetted under a surcharge pressure of 200 psf.

Results of moisture-density relationships from a composite sample of soil from Borings 3 through

5, 7 and 8, as determined by standard Proctor (ASTM D 698), are presented on Fig. 9. The rock corrected maximum dry density of the composite sample was 111.9 pcf at a rock corrected optimum moisture content of 13.0 percent.

WATER-SOLUBLE SULFATES

The concentration of water-soluble sulfates measured in a sample of the near surface man-placed fill material obtained from the exploratory borings was 0.00%. This concentration of water-soluble sulfates represents a Class S0 severity exposure of sulfate attack on concrete exposed to these materials. The degrees of attack are based on a range of Class S0, Class S1, Class S2, and

Class S3 severity exposure as presented in ACI 201.2R-16.

Based on the laboratory test results, we believe special sulfate resistant cement will not be required for concrete exposed to the on-site soils.

GEOTECHNICAL ENGINEERING CONSIDERATIONS

The borings encountered about 2.5 to 5 feet of man-placed fill underlain by natural granular soils.

The existing fills are considered non-engineered and unsuitable in their current state for support of site features including exterior flatwork and pavements.

Based on the laboratory test results, we recommend the pavement subgrade within 2 feet of subgrade elevation be properly moisture conditioned and compacted as outlined in the “SITE

GRADING” section of this report.

Flatwork, such as sidewalks, should be placed on subgrade prepared like that constructed for pavements as recommended below.

SITE GRADING

Permanent Fills and Embankments: Fill slopes up to 10 feet in height can be used if the fill slopes do not exceed 3 horizontals to 1 vertical and the fills are properly compacted and drained. The ground surface underlying all fills should be carefully prepared by removing all organic matter, scarification to a depth of 12 inches and compacting to 95% of the standard Proctor maximum dry density at a moisture content near optimum to provide a uniform base for fill placement. Fills should be benched into cuts exceeding 4 horizontals to 1 vertical.

Good surface drainage should be provided around all permanent cuts and fills to direct surface runoff away from the slope faces. Fill slopes, cut slopes and other stripped areas should be protected against erosion by revegetation or other methods.

Temporary Excavations: For temporary excavations that occur during site grading, the man-placed fill and natural granular soils classify as OSHA Type C soils. All excavations should be constructed in accordance with the applicable OSHA regulations. If groundwater is encountered, the geotechnical engineer should be notified so that additional recommendations can be provided, if necessary.

Material Specifications: The following recommendations for material specifications are presented for new fills on the project site. A geotechnical engineer should evaluate the suitability of all proposed import filling material, if required, for the project prior to placement.

1. Imported Fill: Imported fill (if necessary) should contain a maximum of 50 percent, passing the

No. 200 sieve, have a maximum liquid limit of 30 and a maximum plasticity index of 12.

Also, the swell potential of non-expansive fill materials when remolded to 95% of the standard Proctor (ASTM D 698) maximum dry density at optimum moisture content should be less than 2% when wetted under a 200 psf surcharge pressure.

2. Pavement Subgrade: The upper 2 feet of pavement subgrade fill should consist of moisture conditioned and recompacted on-site soils.

3. Aggregate Base Course: Material should satisfy material requirements for Class 6 aggregate base course.

4. Material Suitability: It is the intent of the recommendations provided herein to use the on-site soil for required fills on the site.

All fill material should be free of vegetation, brush, sod, and other deleterious substances and should not contain rocks, debris, or lumps having a diameter of more than 4 inches.

Rocks, debris, or lumps should be dispersed throughout the fill and "nesting" of these materials should be avoided. The geotechnical engineer should evaluate the suitability of proposed import fill materials prior to placement.

Compaction Specifications: We recommend the following compaction criteria be used on the project:

1. Moisture Content: Fill materials should be compacted as outlined below with moisture contents of +/- 2 percent for granular soils and between optimum and 3 percentage points above optimum moisture for clayey soils. The on-site soils may become somewhat unstable and deform under wheel loads if placed near the upper end of the recommended moisture range.

2. Degree of Compaction: The following compaction criteria should be followed during construction:

Area

Percentage of Standard Proctor

Maximum Dry Density

(ASTM D698/

AASHTO T-99)

Percentage of Modified Proctor

Maximum Dry Density

(ASTM D1557,

AASHTO T-180)

Fills Beneath Pavements and Exterior Flatwork 95 N/A

Utility Trenches 95 N/A

Base Course N/A 95

3. A representative of the geotechnical engineer should observe fill placement on a full-time basis.

PAVEMENT DESIGN

A pavement section is a layered system designed to distribute concentrated traffic loads to the subgrade. Performance of the pavement structure is directly related to the physical properties of the subgrade soils and traffic loadings. Pavement design procedures are based on strength properties of the subgrade and pavement materials assuming stable, uniform conditions. Soils are represented for pavement design purposes by means of a soil support value for flexible pavements and a modulus of subgrade reaction for rigid pavements. Both values are empirically related to strength.

Subgrade Materials: Based on the results of the field and laboratory studies, the near surface subgrade materials at the site classify as A-1-a, A-1-b, A-2-4, A-2-6 and A-6 soils with group indices ranging from 0 to 10 in accordance with the American Association of State Highway and

Transportation Officials (AASHTO) classification system. Soils classifying as A-1-a and A-1-b are generally considered to provide good subgrade support, soils classifying as A-2-4 and A-2-6 are generally considered to provide fair subgrade support, and soils classifying as A-6 are generally considered to provide poor subgrade support. R-Value testing of the composite sample taken from the subgrade resulted in an R-Value of less than 5. For design purposes, a soil support value of 3,025 psi was selected for flexible pavements.

Design Traffic: Since anticipated traffic loading information was not available at the time of report preparation, an equivalent 18-kip daily load application (EDLA) of 5 was assumed for automobile and light truck traffic areas and an EDLA of 15 was selected for the access drives. The EDLA assumptions included a 20-year design life with minimal growth in traffic volumes over the design life.

Pavement Design: The following table presents a summary of the pavement thickness calculations presented in the appendix of this report:

Paved Area

Full Depth Asphalt (inches)

Composite Section Asphalt/ABC

(inches) Light Duty 6.0 4.0 / 7.0

Heavy Duty 7.0 4.5 / 8.0 ABC – Aggregate Base Course

PCCP – Portland Cement Concrete Pavement

Any areas where truck turning movements are concentrated should be paved with 7.0 inches of

Portland cement concrete. The concrete pavement should contain sawed or formed joints to ¼ of the depth of the slab at a maximum distance of 12 to 15 feet on center.

The above PCCP thicknesses are presented as un-reinforced slabs. If heavy vehicular loading occurs in certain areas, we recommend that dowels be provided at transverse and longitudinal joints within the slabs located in the travel lanes of heavily loaded vehicles, loading docks and areas where truck turning movements are likely to be concentrated. Additionally, curbs and/or pans should be tied to the slabs. The dowels and tie bars will help minimize the risk for differential movements between slabs to assist in more uniformly transferring axle loads to the subgrade. The current CDOT “Standard Specifications for Road and Bridge Construction” provides some guidance on dowel and tie bar placement, as well as in the Standard Plans: M&S

Standards. The proper sealing and maintenance of joints to minimize the infiltration of surface water is critical to the performance of PCCP, especially if dowels and tie bars are not installed.

Pavement Materials: The following are recommended material and placement requirements for pavement construction for this project site. We recommend that properties and mix designs for all materials proposed to be used for pavements be submitted for review to the geotechnical engineer prior to placement.

1. Aggregate Base Course: Aggregate base course (ABC) used beneath hot mixed asphalt

(HMA) pavements should meet the material specifications for Class 6 ABC stated in the current Colorado Department of Transportation (CDOT) “Standard Specifications for Road and Bridge Construction”. The ABC should be placed and compacted as outlined in the

Site Grading section of this report.

2. Hot Mix Asphalt: Hot mix asphalt (HMA) materials and mix designs should meet the applicable requirements indicated in the current CDOT “Standard Specifications for Road and Bridge Construction”. We recommend that the HMA used for this project is designed in accordance with the Super Pave Gyratory Mix Design method. The mix should generally meet Grading S or SX specifications with a Super Pave gyratory design revolution (NDESIGN) of 75. The mix design for the HMA should use a performance grade

PG 58-28 asphalt binder. Placement and compaction of HMA should follow current CDOT standards and specifications.

Subgrade Preparation: All pavements should be placed on a minimum of 2 feet of properly compacted and moisture conditioned on-site soils as outlined in the “Site Grading” section of this report. Prior to placing the pavement section, the entire subgrade area should be thoroughly plowed and well mixed to a minimum depth of 12 inches, adjusted to a moisture content within 2 percentage points of optimum and compacted to 95% of the standard Proctor maximum dry density.

Pavement design procedures assume a stable subgrade. The pavement subgrade should be proof-rolled with a heavily loaded pneumatic-tired vehicle with a tire pressure of at least 100 psi capable of applying a minimum load of 18-kips per axle. Areas which deform excessively under heavy wheel loads are not stable and should be removed and replaced to achieve a stable subgrade prior to paving. Areas of existing fill may also require deeper removal and replacement if they are unstable.

Drainage: The collection and diversion of surface drainage away from paved areas is extremely important to the satisfactory performance of pavement. Drainage design should provide for the removal of water from paved areas and prevent the wetting of the subgrade soils.

It is critical to the performance of the structure and surrounding pavement that the pavement surfaces be properly maintained. Proper maintenance includes sealing of cracks that appear in the pavement surface. More aggressive cleaning and sealing techniques may be required if larger cracks develop.

DESIGN AND CONSTRUCTION SUPPORT SERVICES

Kumar & Associates, Inc. should be retained to review the project plans and specifications for conformance with the recommendations provided in this report. We are also available to assist the design team in preparing specifications for geotechnical aspects of the project and, if necessary, perform additional studies to accommodate any changes in the proposed construction.

We recommend that Kumar & Associates, Inc. be retained to provide construction observation and testing services to document that the intent of this report and the requirements of the plans and specifications are being followed during construction. This will allow us to identify possible variations in subsurface conditions from those encountered during this study and to allow us to re-evaluate our recommendations, if needed. We will not be responsible for implementation of the recommendations presented in this report by others, if we are not retained to provide construction observation and testing services.

LIMITATIONS

This study has been conducted in accordance with generally accepted geotechnical engineering practice in this area for exclusive use of the client for design purposes. The conclusions and recommendations submitted in this report are based upon the data obtained from the exploratory borings at the locations indicated on Fig. 1, and the proposed type of construction. This report does not reflect subsurface variations that may occur between the exploratory borings, and the nature and extent of variations across the site may not become evident until site grading and excavations are performed. If during construction, fill, soil, bedrock or groundwater conditions appear to be different from those described herein, Kumar & Associates, Inc. should be advised at once so that a re-evaluation of the recommendations presented in this report can be made.

Kumar & Associates, Inc. is not responsible for liability associated with interpretation of subsurface data by others.

JAH/ER

Rev. by: RRK cc: book, file

Kumar & Associates

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APPROXIMATE SCALE-FEET

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ST VRAIN PARK SOUTH CAMPROUND IMPROVEMENTS

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LOCATION OF EXPLORATORY BORINGS

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NOT TO SCALE

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BORING 8

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BORING 10

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BORING 9

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BORING 7

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BORING 1

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SITE

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STATE HIGHWAY 66

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COLORADO BLVD

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FIRESTONE BLVD

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INTERSTATE 25

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WELD CO RD 24.5

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STATE HWY 119

STATE HIGHWAY 119

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DEPTH-FEET

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DEPTH-FEET

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BORING 9

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BORING 10

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41/12 WC=6.7 DD=129.3 -200=23 LL=23 PI=9 WSS=0.00 A-2-4 (0)

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13/12 WC=11.7 -200=62 LL=32 PI=16 A-6 (7)

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16/12 WC=11.3 DD=118.3 -200=55 LL=29 PI=15 A-6 (5)

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14/12 WC=9.8 DD=125.0 -200=24 LL=33 PI=20 A-2-6 (0)

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DEPTH-FEET

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DEPTH-FEET

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+4=8 -200=58 LL=30 PI=17 A-6 (6) R<5 OMC=13.0 MDD=111.9

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LOGS OF EXPLORATORY BORINGS

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AutoCAD SHX Text FILL: POORLY GRADED GRAVEL WITH SILT AND SAND (GP-GM) TO POORLY GRADED SAND WITH SILT AND GRAVEL (SP-SM) TO CLAYEY SAND (SC) TO SANDY LEAN CLAY (CL), FINE TO COARSE GRAINED SAND FRACTION, SLIGHTLY MOIST TO MOIST, BROWN TO DARK BROWN TO GRAY.

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GRAVEL SURFACING, THICKNESS IN INCHES SHOWN IN PARENTHESES TO LEFT OF THE LOG.

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DRIVE SAMPLE, 2-INCH I.D. CALIFORNIA LINER SAMPLE.

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DRIVE SAMPLE BLOW COUNT. INDICATES THAT 47 BLOWS OF A 140-POUND HAMMER

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FALLING 30 INCHES WERE REQUIRED TO DRIVE THE SAMPLER 12 INCHES.

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DRIVE SAMPLE, 1 3/8-INCH I.D. SPLIT SPOON STANDARD PENETRATION TEST.

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1. THE EXPLORATORY BORINGS WERE DRILLED ON JULY 31, 2026 WITH A 4-INCH-DIAMETER THE EXPLORATORY BORINGS WERE DRILLED ON JULY 31, 2026 WITH A 4-INCH-DIAMETER CONTINUOUS-FLIGHT POWER AUGER. 2. THE LOCATIONS OF THE EXPLORATORY BORINGS WERE MEASURED APPROXIMATELY BY USING A THE LOCATIONS OF THE EXPLORATORY BORINGS WERE MEASURED APPROXIMATELY BY USING A HANDHELD GPS DEVICE WITH ESTIMATED COORDINATES USING ON-LINE AERIAL MAPPING SOFTWARE COMBINED WITH THE SITE PLAN PROVIDED. 3. THE ELEVATIONS OF THE EXPLORATORY BORINGS WERE NOT MEASURED AND THE LOGS OF THE ELEVATIONS OF THE EXPLORATORY BORINGS WERE NOT MEASURED AND THE LOGS OF THE EXPLORATORY BORINGS ARE PLOTTED TO DEPTH. 4. THE EXPLORATORY BORING LOCATIONS SHOULD BE CONSIDERED ACCURATE ONLY TO THE THE EXPLORATORY BORING LOCATIONS SHOULD BE CONSIDERED ACCURATE ONLY TO THE DEGREE IMPLIED BY THE METHOD USED. 5. THE LINES BETWEEN MATERIALS SHOWN ON THE EXPLORATORY BORING LOGS REPRESENT THE THE LINES BETWEEN MATERIALS SHOWN ON THE EXPLORATORY BORING LOGS REPRESENT THE APPROXIMATE BOUNDARIES BETWEEN MATERIAL TYPES AND THE TRANSITIONS MAY BE GRADUAL. 6. GROUNDWATER LEVELS SHOWN ON THE LOGS WERE MEASURED AT THE TIME AND UNDER GROUNDWATER LEVELS SHOWN ON THE LOGS WERE MEASURED AT THE TIME AND UNDER CONDITIONS INDICATED. FLUCTUATIONS IN THE WATER LEVEL MAY OCCUR WITH TIME. 7. LABORATORY TEST RESULTS: LABORATORY TEST RESULTS: WC = WATER CONTENT (%) (ASTM D2216); = WATER CONTENT (%) (ASTM D2216); WATER CONTENT (%) (ASTM D2216); DD = DRY DENSITY (pcf) (ASTM D2216); = DRY DENSITY (pcf) (ASTM D2216); DRY DENSITY (pcf) (ASTM D2216); +4 = PERCENTAGE RETAINED ON NO. 4 SIEVE (ASTM D6913); = PERCENTAGE RETAINED ON NO. 4 SIEVE (ASTM D6913); PERCENTAGE RETAINED ON NO. 4 SIEVE (ASTM D6913); -200= PERCENTAGE PASSING NO. 200 SIEVE (ASTM D1140); = PERCENTAGE PASSING NO. 200 SIEVE (ASTM D1140); PERCENTAGE PASSING NO. 200 SIEVE (ASTM D1140); LL = LIQUID LIMIT (ASTM D4318); = LIQUID LIMIT (ASTM D4318); LIQUID LIMIT (ASTM D4318); PI = PLASTICITY INDEX (ASTM D4318); = PLASTICITY INDEX (ASTM D4318); PLASTICITY INDEX (ASTM D4318); NV = NO LIQUID LIMIT VALUE (ASTM D4318); = NO LIQUID LIMIT VALUE (ASTM D4318); NO LIQUID LIMIT VALUE (ASTM D4318); NP = NON-PLASTIC (ASTM D4318); = NON-PLASTIC (ASTM D4318); NON-PLASTIC (ASTM D4318); WSS = WATER SOLUBLE SULFATES (%) (CP-L 2103); = WATER SOLUBLE SULFATES (%) (CP-L 2103); WATER SOLUBLE SULFATES (%) (CP-L 2103); A-1-a (1) = AASHTO CLASSIFICATION (GROUP INDEX) (AASHTO M 145); = AASHTO CLASSIFICATION (GROUP INDEX) (AASHTO M 145); OMC = OPTIMUM MOISTURE CONTENT (%) (ASTM D698); = OPTIMUM MOISTURE CONTENT (%) (ASTM D698); MDD = MAXIMUM DRY DENSITY (pcf) (ASTM D698) = MAXIMUM DRY DENSITY (pcf) (ASTM D698) R = HVEEM R-VALUE (AT 300 psi) (ASTM D2844).= HVEEM R-VALUE (AT 300 psi) (ASTM D2844).HVEEM R-VALUE (AT 300 psi) (ASTM D2844).

AutoCAD SHX Text CLAYEY SAND (SC) TO SILTY SAND (SM) TO POORLY GRADED SAND WITH SILT AND GRAVEL (SP-SM), FINE TO COARSE GRAINED, LOOSE TO VERY DENSE, MOIST TO WET BELOW GROUNDWATER, TAN TO BROWN.

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DEPTH TO WATER LEVEL ENCOUNTERED AT THE TIME OF DRILLING.

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DISTURBED BULK SAMPLE.

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LEGEND AND NOTES

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CONSOLIDATION - SWELL (%)

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EXPANSION UNDER CONSTANT PRESSURE UPON WETTING

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APPLIED PRESSURE - KSF

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AutoCAD SHX Text These test results apply only to the samples tested. The testing report shall not be reproduced, except in full, without the written approval of Kumar and Associates, Inc. Swell Consolidation testing performed in accordance with ASTM D-4546.

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CONSOLIDATION - SWELL (%)

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EXPANSION UNDER CONSTANT PRESSURE UPON WETTING

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APPLIED PRESSURE - KSF

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AutoCAD SHX Text SAMPLE OF: Fill: Sandy Lean Clay (CL) FROM: Boring 3 @ 4' WC = 11.7 % -200 = 62%, LL = 32, PI = 16

AutoCAD SHX Text SAMPLE OF: Fill: Clayey Sand (SC) FROM: Boring 4 @ 2' WC = 8.9 %, DD = 128.5 pcf -200 = 42 %, LL = 26, PI = 12

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SWELL-CONSOLIDATION TEST RESULTS

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CONSOLIDATION - SWELL (%)

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EXPANSION UNDER CONSTANT PRESSURE UPON WETTING

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APPLIED PRESSURE - KSF

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CONSOLIDATION - SWELL (%)

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EXPANSION UNDER CONSTANT PRESSURE UPON WETTING

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APPLIED PRESSURE - KSF

AutoCAD SHX Text 1.0

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AutoCAD SHX Text SAMPLE OF: Fill: Sandy Lean Clay (CL) FROM: Boring 5 @ 2' WC = 11.3 %, DD = 118.3 pcf -200 = 55 %, LL = 29, PI = 15

AutoCAD SHX Text SAMPLE OF: Fill: Sandy Lean Clay (CL) FROM: Boring 7 @ 4' WC = 13.2 %, DD = 116.4 pcf -200 = 70 %, LL = 30, PI = 15

AutoCAD SHX Text

AutoCAD SHX Text Fig.

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SWELL-CONSOLIDATION TEST RESULTS

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CONSOLIDATION - SWELL (%)

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EXPANSION UNDER CONSTANT PRESSURE UPON WETTING

AutoCAD SHX Text

APPLIED PRESSURE - KSF

AutoCAD SHX Text 1.0

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AutoCAD SHX Text SAMPLE OF: Fill: Sandy Lean Clay (CL) FROM: Boring 8 @ 2' WC = 11.0 %, DD = 116.4 pcf -200 = 76 %, LL = 33, PI = 16

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SWELL-CONSOLIDATION TEST RESULTS

CLAY TO SILT

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SAND

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DIAMETER OF PARTICLES IN MILLIMETERS

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HYDROMETER ANALYSIS

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SIEVE ANALYSIS

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TIME READINGS

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U.S. STANDARD SERIES

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CLEAR SQUARE OPENINGS

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24 HRS

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45 MIN

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7 HRS

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15 MIN

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GRAVEL

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COBBLES

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FINE

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COARSE

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PERCENT PASSING

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MEDIUM

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AutoCAD SHX Text 4.75

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DIAMETER OF PARTICLES IN MILLIMETERS

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HYDROMETER ANALYSIS

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SIEVE ANALYSIS

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SILT AND CLAY %

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LIQUID LIMIT

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GRAVEL %

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SAMPLE OF:

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FROM:

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PLASTICITY INDEX

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SAND %

AutoCAD SHX Text Boring 1 @ 4'

AutoCAD SHX Text Fill: Poorly Graded Gravel with Silt and Sand (GP-GM)

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60MIN

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19MIN

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24 HRS

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15 MIN

AutoCAD SHX Text These test results apply only to the samples which were tested. The testing report shall not be reproduced, except in full, without the written approval of Kumar & Associates, Inc. Sieve analysis testing is performed in accordance with ASTM D6913, ASTM D7928, ASTM C136 and/or ASTM D1140.

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SILT AND CLAY %

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LIQUID LIMIT

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GRAVEL %

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FROM:

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PLASTICITY INDEX

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SAND %

AutoCAD SHX Text Boring 6 @ 1'

AutoCAD SHX Text Fill: Poorly Graded Sand with Silt and Gravel (SP-SM)

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GRADATION TEST RESULTS

CLAY TO SILT

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SAND

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DIAMETER OF PARTICLES IN MILLIMETERS

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HYDROMETER ANALYSIS

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SIEVE ANALYSIS

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TIME READINGS

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U.S. STANDARD SERIES

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24 HRS

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45 MIN

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7 HRS

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GRAVEL

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FINE

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FROM:

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DIAMETER OF PARTICLES IN MILLIMETERS

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HYDROMETER ANALYSIS

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SIEVE ANALYSIS

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TIME READINGS

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24 HRS

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SAMPLE OF:

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FROM:

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PLASTICITY INDEX

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SAND %

AutoCAD SHX Text Borings 3, 4, 5, 7 & 8 @ 1'-5'

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GRADATION TEST RESULTS

COMPACTION TEST REPORT

Maximum dry density = 111.9 pcf 109.0 pcf

Optimum moisture = 13.0 % 14.0 %

Rock Corrected Test Results Uncorrected Material Description

Project No. Client:

Project:

Loc.: Borings 3, 4, 5, 7 & 8 Depth: 1'-5' Sample No.: 5153

6181.0 6256.0 6277.0 6222.0

4393.0 4393.0 4393.0 4393.0

404.0 420.1 454.2 459.3

378.4 389.1 413.9 413.9

153.8 154.5 154.4 153.3

10.6 12.2 14.4 16.1

109.0 111.6 110.6 105.9

COMPACTION TESTING DATA

ASTM D 698-12 Method A Standard

ASTM D4718-15 Oversize Corr. Applied to Each Test Point SIEVE TEST RESULTS

WM + WS

WW + T #1

WD + T #1

TARE #1

WW + T #2

WD + T #2

TARE #2

MOIST.

DRY DENS.

%>#4

1 2 3 4 5 6 Opening Size % Passing Specs.

5.5 lb. 12 in.

Manual

3 25

0.03333 cu. ft.

8 58 30 17

2.6

A-6(6) 8/3/26 8/3/26 8/7/26

3/4" 3/8" #4 #8 #16 #30 #50 #100 #200

Fill: Sandy Lean Clay (CL)

26-3-177

Preparation Method

Rammer: Wt. Drop

Type

Layers: No. Blows per

Mold Size

Test Performed on Material Passing Sieve

%<No.200

Atterberg (D 4318): LL PI

NM (D 2216) Sp.G. (D 854)

USCS (D 2487)

AASHTO (M 145)

Date: Sampled

Received

Tested

Tested By

Dr y de ns ity , p cf

Water content, %

- Rock Corrected - Uncorrected

8 10 12 14 16 18 20

13.0%, 111.9 pcf

14.0%, 109.0 pcf

ZAV SpG 2.60

Curve No. 5153

St Vrain State Park

Remarks:

Checked by:

Title:

JJM

Lab Manager

Kumar & Associates

AutoCAD SHX Text These test results apply only to the samples which were tested. the testing report shall not be reproduced, except in full, without the written approval of Kumar and Associates, Inc. Moisture/density relationships performed in accordance with ASTM D698, D1557. Atterberg limits performed in accordance with ASTM D4318 sieve analysis performed in accordance with ASTM D422, D1140.

AutoCAD SHX Text Fig.

AutoCAD SHX Text 26-3-177

AutoCAD SHX Text

MOISTURE-DENSITY RELATIONSHIPS

Project No.: 26-3-177 Project Name: St Vrain Park South Campground Improvements Date Sampled:

Date Received:

Boring Depth (Feet) Gravel

Sand

Liquid Limit (%)

Plasticity Index(%)

1 4 8/7/26 1.5 55 39 6 NV NP A-1-a (1) Fill: Poorly Graded Gravel with Silt and Sand (GP-GM) 2 2 8/7/26 6.7 129.3 23 23 9 0.00 A-2-4 (0) Fill: Clayey Sand (SC) 2 4 8/7/26 5.3 10 NV NP A-1-a (1) Poorly Graded Sand with Silt and Gravel (SP-SM) 3 4 8/7/26 11.7 62 32 16 A-6 (7) Fill: Sandy Lean Clay (CL) 4 2 8/7/26 8.9 128.5 42 26 12 A-6 (1) Fill: Clayey Sand (SC) 4 9 8/7/26 12.5 119.8 25 NV NP A-1-b (0) Silty Sand (SM) 5 2 8/7/26 11.3 118.3 55 29 15 A-6 (5) Fill: Sandy Lean Clay (CL) 6 1 8/7/26 0.4 22 72 6 NV NP A-1-a (1) Fill: Poorly Graded Sand with Silt and Gravel (SP-SM) 7 4 8/7/26 13.2 116.4 70 30 15 A-6 (8) Fill: Sandy Lean Clay (CL) 8 2 8/7/26 11.0 116.4 76 33 16 A-6 (10) Fill: Sandy Lean Clay (CL) 9 4 8/7/26 9.8 125.0 24 33 20 A-2-6 (0) Clayey Sand (SC) 10 1 8/7/26 2.7 33 59 8 NV NP A-1-a (1) Fill: Poorly Graded Sand with Silt and Gravel (SP-SM)

3-5, 7 and 8 1-5 8/13/26 13.0* 111.9* 8 36 58 30 17 <5 A-6 (6) Fill: Sandy Lean Clay (CL)

Table I

Sample Location Gradation Atterberg Limits

Date Tested

Natural Moisture Content

Natural Dry

Density (pcf)

Percent Passing No. 200 Sieve

July 31, 2026 August 4, 2026

* - Rock corrected optimum moisture content and rock corrected maximum dry density as determined by standard Proctor (ASTM D 698)

Water Soluble Sulfates

AASHTO

Classification (Group Index) Soil or Bedrock Type

Summary of Laboratory Test Results

R-Value at 300

PSI

APPENDIX A

PAVEMENT DESIGN CALCULATIONS

GENERAL CONDITIONS FOR CAPITAL CONSTRUCTION – JULY 2018

General Conditions for Capital Construction

July 18, 2018

State of Colorado Department of Natural Resources

Colorado Parks and Wildlife

TO ALL CONTRACTORS

The General Conditions for Capital Construction dated 2018 are a part of all contracts.

It shall be the responsibility of the Contractor to possess and retain this document for bidding purposes for all Colorado Parks and Wildlife projects.

GENERAL CONDITIONS

INDEX TO SECTION

SECTION 1 - DEFINITIONS AND TERMS

1.1 ABBREVIATIONS:

SECTION 2 - BIDDING REQUIREMENTS AND CONDITIONS

2.1 QUALIFICATIONS OF BIDDERS

2.2 PROPOSAL

2.3 DISQUALIFICATION OF PROPOSALS

2.4 INTERPRETATION OF QUANTITIES IN BID PROPOSAL

2.5 EXAMINATION OF PLANS, SPECIFICATIONS, SPECIAL CONDITIONS AND SITE OF WORK

2.6 PREPARATION OF PROPOSAL

2.7 IRREGULAR PROPOSALS

2.8 PROPOSAL GUARANTY

2.9 DELIVERY OF PROPOSALS

2.10 WITHDRAWAL OR REVISION OF PROPOSALS

2.11 COMBINATION OR CONDITIONAL PROPOSALS

2.12 PUBLIC OPENING OF PROPOSALS

2.13 MATERIAL GUARANTY

SECTION 3 - AWARDS AND EXECUTION OF CONTRACT

3.1 CONSIDERATION OF PROPOSALS

3.2 AWARD OF CONTRACT

3.3 CANCELLATION OF AWARD

3.4 RETURN OF PROPOSAL GUARANTY

3.5 BOND AND INSURANCE REQUIREMENTS

3.6 EXECUTION AND APPROVAL OF CONTRACT

3.7 FAILURE TO EXECUTE CONTRACT

SECTION 4 - SCOPE OF WORK

4.1 INTENT OF CONTRACT

4.2 ALTERATIONS OF PLANS OR CHARACTER OF WORK AND VARIATIONS IN PLAN QUANTITIES

4.3 EXTRA WORK

4.4 RIGHTS IN AND USE OF MATERIALS FOUND ON THE WORK

4.5 FINAL CLEANING UP

SECTION 5 - CONTROL OF WORK

5.1 AUTHORITY OF THE PROJECT MANAGER

5.2 PLANS AND SHOP DRAWINGS

5.3 CONFORMITY WITH PLANS AND SPECIFICATIONS

5.4 COORDINATION OF PLANS, SPECIFICATIONS, AND SPECIAL CONDITIONS

5.5 COOPERATION BY CONTRACTOR

5.6 PROTECTION OF UTILITIES

5.7 COOPERATION BETWEEN CONTRACTORS

5.8 CONSTRUCTION STAKES, LINES AND GRADES

5.9 AUTHORITY AND DUTIES OF PROJECT MANAGER

5.10 AUTHORITY AND DUTIES OF THE INSPECTOR

5.11 INSPECTION OF WORK

5.12 REMOVAL OF UNACCEPTABLE AND UNAUTHORIZED WORK

5.13 LOAD RESTRICTIONS

5.14 MAINTENANCE DURING CONSTRUCTION

5.15 FAILURE TO MAINTAIN PROJECT OR STRUCTURE

5.16 ACCEPTANCE

5.17 CLAIMS FOR ADJUSTMENT AND DISPUTES

SECTION 6 - CONTROL OF MATERIAL

6.1 SOURCE OF SUPPLY AND QUALITY REQUIREMENTS

6.2 SAMPLES, TESTS, CITED SPECIFICATIONS

6.3 PLANT INSPECTION

6.4 STORAGE OF MATERIALS

6.5 HANDLING MATERIALS

6.6 UNACCEPTABLE MATERIALS

6.7 DIVISION FURNISHED MATERIALS

SECTION 7 - LEGAL RELATIONS AND RESPONSIBILITY TO PUBLIC

7.1 LAWS TO BE OBSERVED

7.2 PERMITS, LICENSES, AND TAXES

7.3 PATENTED DEVICES, MATERIALS AND PROCESSES

7.4 FEDERAL AID PROVISIONS

7.5 SANITARY PROVISIONS

7.6 PUBLIC CONVENIENCE AND SAFETY

7.7 BARRICADES AND WARNING SIGNS

7.8 USE OF EXPLOSIVES

7.9 PROTECTION AND RESTORATION OF PROPERTY AND LANDSCAPE

7.10 FOREST PROTECTION

7.11 RESPONSIBILITY FOR DAMAGE CLAIMS

7.12 CONTRACTOR'S RESPONSIBILITY FOR WORK

7.13 CONTRACTOR'S RESPONSIBILITY FOR UTILITY PROPERTY AND SERVICES

7.14 FURNISHING RIGHT OF WAY

7.15 PERSONAL LIABILITY OF PUBLIC OFFICIALS

7.16 NO WAIVER OF LEGAL RIGHTS

7.17 AFFIDAVIT RELATIVE TO COLLUSION

7.18 ARCHAEOLOGICAL AND PALEONTOLOGICAL DISCOVERIES

7.19 AIR AND WATER POLLUTION

7.20 ANTI DISCRIMINATION

7.21 GENERAL

SECTION 8 - PROSECUTION AND PROGRESS

8.1 SUBLETTING OF CONTRACT

8.2 NOTICE TO PROCEED

8.3 PROSECUTION AND PROGRESS

8.4 CHARACTER OF WORKERS, METHODS AND EQUIPMENT

8.5 DETERMINATION AND EXTENSION OF PERFORMANCE TIME

8.6 FAILURE TO COMPLETE WORK ON TIME

8.7 DEFAULT OF CONTRACT

8.8 TERMINATION OF CONTRACT

SECTION 9 - MEASUREMENT AND PAYMENT

9.1 MEASUREMENT OF QUANTITIES

9.2 SCOPE OF PAYMENT

9.3 COMPENSATION FOR ALTERED QUANTITIES

9.4 EXTRA AND FORCE ACCOUNT WORK

9.5 ELIMINATED ITEMS

9.6 PARTIAL PAYMENTS

9.7 PAYMENT FOR MATERIAL ON HAND

9.8 ACCEPTANCE AND FINAL PAYMENT

9.9 CORRECTION OF WORK AFTER FINAL PAYMENT (WARRANTY PERIOD)

DEFINITIONS AND TERMS 1

SECTION 1 - DEFINITIONS AND TERMS

1.1 ABBREVIATIONS:

Wherever the following abbreviations are used in these Specifications or on the Plans they shall be construed the same as the respective expressions represented:

AAN American Association of Nurserymen AAR Association of American Railroads AASHTO American Association of State Highway Officials ACI American Concrete Institute AGC Associated General Contractors of America AGA American Gas Association AI Asphalt Institute AIEE American Institute of Electrical Engineers AIA American Institute of Architects AISC American Institute of Steel Construction AISI American Iron and Steel Institute AITC American Institute of Timber Construction ANSI American National Standards Institute, Inc.

ARA American Railway Association AREA American Railway Engineering Association ASCE American Society of Civil Engineers ASHRAE American Society of Heating Refrigeration and Air Conditioning Engineers ASME American Society of Mechanical Engineers ASTM American Society of Testing and Materials AWG American Wire Gauge AWPA American Wood Preservers' Association AWS American Welding Society AWWA American Water Works Association CDOT Colorado Department of Transportation CDPHE Colorado Department of Health and Environment CRS Colorado Revised Statutes, 1973, as amended CRSI Concrete Reinforcing Steel Institute DFPA Douglas Fir Plywood Association DIPRA Ductile Iron Pipe Research Association EIA Electronic Industries Association FHWA Federal Highway Administration FSS Federal Specifications and Standards GC General Conditions for Capital Construction GSA General Services Administration ICBO International Conference of Building Officials IEEE Institute of Electrical and Electronics Engineers IES Illuminating Engineers Society IMSA International Municipal Signal Association IPCEA Insulated Power Cable Engineers Association ITE Institute of Transportation Engineers NBS National Bureau of Standards NEC National Electrical Code NEMA National Electrical Manufacturers' Association OSHA Occupation Safety and Health Association IPC International Plumbing Code IBC International Building Code UL Underwriters' Laboratories Incorporated

DEFINITIONS AND TERMS 2

ADVERTISEMENT: A public announcement inviting Proposals for work to be performed or materials to be furnished.

AWARD: The acceptance by the Division of a Proposal.

BASIS OF PAYMENT: The terms under which "work" is paid, designated as a "Pay Item," which is paid for in accordance with the quantity measured and the "Pay Unit."

BID DOCUMENTS: All documents, whether attached or incorporated by reference, utilized for soliciting Proposals. The advertisement will indicate with reasonable accuracy the quantity and location of the work to be done or the character and quantity of the material to be furnished and the time and place of the opening of Proposals. These documents may be called Invitation for Bid (IFB), Documented Quotation (DQ) or Request for Proposal (RFP).

BIDDER: An individual, firm, corporation, or other legal entity submitting a Proposal for the advertised work. A contractor intending to contract with the Division for performance of prescribed work.

CALENDAR DAY: Each and every day shown on the calendar, beginning and ending at midnight.

CAPITAL PROGRAM MANAGER: The Capital Program Manager of the Division authorized by the Director to represent the Division in the functions of carrying out the capital construction program acting either directly or through authorized representatives.

CERTIFIED INVOICE: An invoice from a supplier which has been endorsed by the Contractor guaranteeing that the material, service or labor was purchased and received for the project and establishing the value of same for which reimbursement is to be…

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